Earthquake Cycle Simulations with Rate-And-State Friction and Power-Law T Viscoelasticity

Total Page:16

File Type:pdf, Size:1020Kb

Earthquake Cycle Simulations with Rate-And-State Friction and Power-Law T Viscoelasticity Tectonophysics 733 (2018) 232–256 Contents lists available at ScienceDirect Tectonophysics journal homepage: www.elsevier.com/locate/tecto Earthquake cycle simulations with rate-and-state friction and power-law T viscoelasticity Kali L. Allisona,*, Eric M. Dunhama,b a Department of Geophysics, Stanford University, Stanford, CA, USA b Institute for Computational and Mathematical Engineering, Stanford University, Stanford, CA, USA ARTICLE INFO ABSTRACT Keywords: We simulate earthquake cycles with rate-and-state fault friction and off-fault power-law viscoelasticity for the Earthquake cycle classic 2D antiplane shear problem of a vertical, strike-slip plate boundary fault. We investigate the interaction Viscoelastic flow between fault slip and bulk viscous flow with experimentally-based flow laws for quartz-diorite and olivine for Power-law rheology the crust and mantle, respectively. Simulations using three linear geotherms (dT/dz=20, 25, and 30 K/km) Strike-slip produce different deformation styles at depth, ranging from significant interseismic fault creep to purely bulk Brittle-ductile transition viscous flow. However, they have almost identical earthquake recurrence interval, nucleation depth, and down- Rate-and-state friction Summation-by-parts operators dip coseismic slip limit. Despite these similarities, variations in the predicted surface deformation might permit discrimination of the deformation mechanism using geodetic observations. Additionally, in the 25 and 30 K/km simulations, the crust drags the mantle; the 20 K/km simulation also predicts this, except within 10 km of the fault where the reverse occurs. However, basal tractions play a minor role in the overall force balance of the lithosphere, at least for the flow laws used in our study. Therefore, the depth-integrated stress on the fault is balanced primarily by shear stress on vertical, fault-parallel planes. Because strain rates are higher directly below the fault than far from it, stresses are also higher. Thus, the upper crust far from the fault bears a sub- stantial part of the tectonic load, resulting in unrealistically high stresses. In the real Earth, this might lead to distributed plastic deformation or formation of subparallel faults. Alternatively, fault pore pressures in excess of hydrostatic and/or weakening mechanisms such as grain size reduction and thermo-mechanical coupling could lower the strength of the ductile fault root in the lower crust and, concomitantly, off-fault upper crustal stresses. 1. Introduction more nuanced understanding of deep fault structure and controls on seismogenic depth. Friction experiments at elevated temperatures re- Understanding the structure and dynamics of the continental li- vealed a transition from velocity-weakening to velocity-strengthening thosphere and the active faults it contains is of fundamental im- steady state friction with increasing temperature (e.g., Dieterich, 1978; portance. While it is well established that faults are highly localized Ruina, 1983; Tullis and Weeks, 1986; Blanpied et al., 1991; Blanpied within the cold, brittle upper crust, less is known about fault structure et al., 1995). Drawing upon available experimental friction data and in the warmer, and more ductile, lower crust and upper mantle. Classic estimates of continental geotherms, Tse and Rice (1986) demonstrated studies of lithospheric stress profiles were based upon laboratory rock that the primary features of crustal faulting (such as seismogenic depth deformation experiments, spanning both brittle and ductile behavior, and recurrence intervals) could be reproduced in models with ideally and theoretically based thermally activated creep laws (e.g., Byerlee, elastic off-fault response. In their model, the fault continues as a loca- 1978; Goetze and Evans, 1979; Brace and Kohlstedt, 1980; Sibson, lized surface below the seismogenic depth, with tectonic displacement 1982; Sibson, 1984). The onset of creep at elevated temperatures re- accommodated by aseismic sliding at depth. This established the im- duces stress within the lithosphere below the frictional strength, portance of the frictional seismic-aseismic transition. The majority of thereby preventing seismic slip. The predicted seismogenic depth of earthquake modeling studies that followed (e.g., Rice, 1993; Lapusta ∼10 to 20 km broadly matches observed depths of seismicity. In these et al., 2000; Kaneko et al., 2011) have followed Tse and Rice (1986) by classic studies, faults below the seismogenic depth are assumed to neglecting the viscoelastic response of the off-fault material. However, broaden rapidly into wide mylonite zones (e.g., Scholz, 2002). there have been a few studies that examine the role of viscoelasticity on These concepts were refined over the following decades to provide a earthquakes, and these are discussed at the end of this introduction. * Corresponding author. E-mail address: [email protected] (K.L. Allison). https://doi.org/10.1016/j.tecto.2017.10.021 Received 20 May 2017; Received in revised form 14 October 2017; Accepted 20 October 2017 Available online 02 November 2017 0040-1951/ © 2017 Elsevier B.V. All rights reserved. K.L. Allison, E.M. Dunham Tectonophysics 733 (2018) 232–256 Studies of exhumed fault zones place constraints on the structure of upper crust and the dry upper mantle, both of which are stronger (e.g., faults, degree of localization, and deformation mechanisms at depth. Chen and Molnar, 1983; Burov and Diament, 1995). In the “crème Exhumed rocks preserve evidence of distributed ductile deformation at brûlée” model, the upper and lower crust overlie a much weaker upper depth in the form of broad mylonite zones. Some zones are relatively mantle (e.g., Jackson, 2002; Burov and Watts, 2006). The “crème narrow, such as the 1–2 km wide mylonite zone from the middle and brûlée” model is supported, in regions such as the Mojave Desert, by lower crust beneath the Alpine Fault (Norris and Cooper, 2003). Others, estimates of rheological structure from transient postseismic deforma- such as the Great Slave Lake shear zone in Canada (Hanmer, 1988), are tion and exhumed xenoliths (summarized in Fig. 3 and discussed in tens of kilometers in width. However, it is possible that this large width more detail below) (e.g., Johnson et al., 2007; Thatcher and Pollitz, characterizes a broad zone of anastomosing faults, rather than a single 2008). Less clear support includes evidence that earthquakes are con- fault (Norris and Cooper, 2003). The dynamics of shear zones at the fined to the upper and lower crust (Maggi et al., 2000), suggesting that base of the seismogenic layer is also complicated. Exhumed rocks show the upper mantle is too weak to support earthquakes, though there is mutual overprinting of mylonites and pseudotachylytes (e.g., Cole evidence that in some regions earthquakes are able to occur in the et al., 2007; Frost et al., 2011; Kirkpatrick and Rowe, 2013), which upper mantle (e.g., Inbal et al., 2016). Additionally, evidence based on argues that the same material can respond in different ways to loading measurements of the effective elastic thickness Te, which is a proxy for across a broad range of strain rates. This evidence also shows that the lithospheric strength (Watts et al., 2013), is conflicting. In some re- brittle-ductile transition takes place gradually over a range of depths. gions, Te is smaller than the seismogenic thickness (Maggi et al., 2000; Seismic imaging studies also place constraints on the structure of Jackson, 2002), which suggests that lithospheric strength resides in the faults and degree of localization at depth. Seismic reflection and re- crust, supporting the “crème brûlée” model. Interpretations of both the fraction studies show that many continental transform faults penetrate confinement of earthquakes to the crust and Te relative to the seismo- the entire crust, persisting as localized features that cut through the genic thickness are debated, however. The apparent absence of earth- Moho (Lemiszki and Brown, 1988; Vauchez and Tommasi, 2003), in- quakes in the upper mantle may result from a strong but frictionally cluding the San Andreas (Henstock et al., 1997; Lemiszki and Brown, stable upper mantle (Jackson, 2002). Additionally, others argue that Te 1988; Zhu, 2000), the San Jacinto (Miller et al., 2014), and the Dead is larger than the seismogenic thickness in some regions (Burov and Sea transform faults (Weber et al., 2004). In contrast, the Alpine Fault Watts, 2006), which suggests that the upper mantle may be strong, and and the Marlborough Fault system, both in New Zealand's South Island, thus that the “jelly sandwich” model is correct. Burov and Watts (2006) do not appear to be highly localized at the Moho. Instead they form also find that only the “jelly sandwich” model can support mountain broad zones of deformation in the lower crust and upper mantle (Klosko ranges over millions of years. It is important to bear in mind that each et al., 1999; Molnar, 1999; Wilson et al., 2004). The width of the de- of these apparently conflicting pieces of evidence measures the strength formation zones in the upper mantle beneath these faults, as inferred of the lithosphere over a different timescale. Postseismic deformation, from seismic anisotropy studies of shear-wave splitting, is quite broad: which generally favors the “crème brûlée” model, measures the 200 km for the Alpine Fault (Duclos et al., 2005; Baldock and Stern, strength of the lithosphere on the timescale of a decade, while Te 2005), 130 km for the San Andreas Fault (Bonnin et al., 2010), and measures the strength on the scale of a million years. We focus on the 20 km for the Dead Sea Fault (Rümpker et al., 2003). The Dead Sea time scale of the postseismic and interseismic periods of the earthquake Fault has accommodated comparatively little displacement, 100 km in cycle, which range from a decade to a few hundred years, and therefore contrast with 850 km for the San Andreas, and this may account for the consider the “crème brûlée” model. Furthermore, there are likely re- relatively narrow zone exhibiting anisotropy (Baldock and Stern, 2005).
Recommended publications
  • Newmark Sliding Block Analysis
    TRANSPORTATION RESEARCH RECORD 1411 9 Predicting Earthquake-Induced Landslide Displacements Using Newmark's Sliding Block Analysis RANDALL W. }IBSON A principal cause of earthquake damage is landsliding, and the peak ground accelerations (PGA) below which no slope dis­ ability to predict earthquake-triggered landslide displacements is placement will occur. In cases where the PGA does exceed important for many types of seismic-hazard analysis and for the the yield acceleration, pseudostatic analysis has proved to be design of engineered slopes. Newmark's method for modeling a landslide as a rigid-plastic block sliding on an inclined plane pro­ vastly overconservative because many slopes experience tran­ vides a workable means of predicting approximate landslide dis­ sient earthquake accelerations well above their yield accel­ placements; this method yields much more useful information erations but experience little or no permanent displacement than pseudostatic analysis and is far more practical than finite­ (2). The utility of pseudostatic analysis is thus limited because element modeling. Applying Newmark's method requires know­ it provides only a single numerical threshold below which no ing the yield or critical acceleration of the landslide (above which displacement is predicted and above which total, but unde­ permanent displacement occurs), which can be determined from the static factor of safety and from the landslide geometry. Earth­ fined, "failure" is predicted. In fact, pseudostatic analysis tells quake acceleration-time histories can be selected to represent the the user nothing about what will occur when the yield accel­ shaking conditions of interest, and those parts of the record that eration is exceeded. lie above the critical acceleration are double integrated to deter­ At the other end of the spectrum, advances in two-dimensional mine the permanent landslide displacement.
    [Show full text]
  • Identification of Maximum Road Friction Coefficient and Optimal Slip Ratio Based on Road Type Recognition
    CHINESE JOURNAL OF MECHANICAL ENGINEERING ·1018· Vol. 27,aNo. 5,a2014 DOI: 10.3901/CJME.2014.0725.128, available online at www.springerlink.com; www.cjmenet.com; www.cjmenet.com.cn Identification of Maximum Road Friction Coefficient and Optimal Slip Ratio Based on Road Type Recognition GUAN Hsin, WANG Bo, LU Pingping*, and XU Liang State Key Laboratory of Automotive Simulation and Control, Jilin University, Changchun 130022, China Received November 21, 2013; revised June 9, 2014; accepted July 25, 2014 Abstract: The identification of maximum road friction coefficient and optimal slip ratio is crucial to vehicle dynamics and control. However, it is always not easy to identify the maximum road friction coefficient with high robustness and good adaptability to various vehicle operating conditions. The existing investigations on robust identification of maximum road friction coefficient are unsatisfactory. In this paper, an identification approach based on road type recognition is proposed for the robust identification of maximum road friction coefficient and optimal slip ratio. The instantaneous road friction coefficient is estimated through the recursive least square with a forgetting factor method based on the single wheel model, and the estimated road friction coefficient and slip ratio are grouped in a set of samples in a small time interval before the current time, which are updated with time progressing. The current road type is recognized by comparing the samples of the estimated road friction coefficient with the standard road friction coefficient of each typical road, and the minimum statistical error is used as the recognition principle to improve identification robustness. Once the road type is recognized, the maximum road friction coefficient and optimal slip ratio are determined.
    [Show full text]
  • Undergraduate Research on Conceptual Design of a Wind Tunnel for Instructional Purposes
    AC 2012-3461: UNDERGRADUATE RESEARCH ON CONCEPTUAL DE- SIGN OF A WIND TUNNEL FOR INSTRUCTIONAL PURPOSES Peter John Arslanian, NASA/Computer Sciences Corporation Peter John Arslanian currently holds an engineering position at Computer Sciences Corporation. He works as a Ground Safety Engineer supporting Sounding Rocket and ANTARES launch vehicles at NASA, Wallops Island, Va. He also acts as an Electrical Engineer supporting testing and validation for NASA’s Low Density Supersonic Decelerator vehicle. Arslanian has received an Undergraduate Degree with Honors in Engineering with an Aerospace Specialization from the University of Maryland, Eastern Shore (UMES) in May 2011. Prior to receiving his undergraduate degree, he worked as an Action Sport Design Engineer for Hydroglas Composites in San Clemente, Calif., from 1994 to 2006, designing personnel watercraft hulls. Arslanian served in the U.S. Navy from 1989 to 1993 as Lead Electronics Technician for the Automatic Carrier Landing System aboard the U.S.S. Independence CV-62, stationed in Yokosuka, Japan. During his enlistment, Arslanian was honored with two South West Asia Service Medals. Dr. Payam Matin, University of Maryland, Eastern Shore Payam Matin is currently an Assistant Professor in the Department of Engineering and Aviation Sciences at the University of Maryland Eastern Shore (UMES). Matin has received his Ph.D. in mechanical engi- neering from Oakland University, Rochester, Mich., in May 2005. He has taught a number of courses in the areas of mechanical engineering and aerospace at UMES. Matin’s research has been mostly in the areas of computational mechanics and experimental mechanics. Matin has published more than 20 peer- reviewed journal and conference papers.
    [Show full text]
  • Slope Stability 101 Basic Concepts and NOT for Final Design Purposes! Slope Stability Analysis Basics
    Slope Stability 101 Basic Concepts and NOT for Final Design Purposes! Slope Stability Analysis Basics Shear Strength of Soils Ability of soil to resist sliding on itself on the slope Angle of Repose definition n1. the maximum angle to the horizontal at which rocks, soil, etc, will remain without sliding Shear Strength Parameters and Soils Info Φ angle of internal friction C cohesion (clays are cohesive and sands are non-cohesive) Θ slope angle γ unit weight of soil Internal Angles of Friction Estimates for our use in example Silty sand Φ = 25 degrees Loose sand Φ = 30 degrees Medium to Dense sand Φ = 35 degrees Rock Riprap Φ = 40 degrees Slope Stability Analysis Basics Explore Site Geology Characterize soil shear strength Construct slope stability model Establish seepage and groundwater conditions Select loading condition Locate critical failure surface Iterate until minimum Factor of Safety (FS) is achieved Rules of Thumb and “Easy” Method of Estimating Slope Stability Geology and Soils Information Needed (from site or soils database) Check appropriate loading conditions (seeps, rapid drawdown, fluctuating water levels, flows) Select values to input for Φ and C Locate water table in slope (critical for evaluation!) 2:1 slopes are typically stable for less than 15 foot heights Note whether or not existing slopes are vegetated and stable Plan for a factor of safety (hazards evaluation) FS between 1.4 and 1.5 is typically adequate for our purposes No Flow Slope Stability Analysis FS = tan Φ / tan Θ Where Φ is the effective
    [Show full text]
  • Diminishing Friction of Joint Surfaces As Initiating Factor for Destabilising Permafrost Rocks?
    Geophysical Research Abstracts Vol. 12, EGU2010-3440-1, 2010 EGU General Assembly 2010 © Author(s) 2010 Diminishing friction of joint surfaces as initiating factor for destabilising permafrost rocks? Daniel Funk and Michael Krautblatter Department of Geogrpahy, University of Bonn, Germany ([email protected]) Degrading alpine permafrost due to changing climate conditions causes instabilities in steep rock slopes. Due to a lack in process understanding, the hazard is still difficult to asses in terms of its timing, location, magnitude and frequency. Current research is focused on ice within joints which is considered to be the key-factor. Monitoring of permafrost-induced rock failure comprises monitoring of temperature and moisture in rock-joints. The effect of low temperatures on the strength of intact rock and its mechanical relevance for shear strength has not been considered yet. But this effect is signifcant since compressive and tensile strength is reduced by up to 50% and more when rock thaws (Mellor, 1973). We hypotheisze, that the thawing of permafrost in rocks reduces the shear strength of joints by facilitating the shearing/damaging of asperities due to the drop of the compressive/tensile strength of rock. We think, that decreas- ing surface friction, a neglected factor in stability analysis, is crucial for the onset of destabilisation of permafrost rocks. A potential rock slide within the permafrost zone in the Wetterstein Mountains (Zugspitze, Germany) is the basis for the data we use for the empirical joint model of Barton (1973) to estimate the peak shear strength of the shear plane. Parameters are the JRC (joint roughness coefficient), the JCS (joint compressive strength) and the residual friction angle ('r).
    [Show full text]
  • Slope Stability
    SLOPE STABILITY Chapter 15 Omitted parts: Sections 15.13, 15.14,15.15 TOPICS Introduction Types of slope movements Concepts of Slope Stability Analysis Factor of Safety Stability of Infinite Slopes Stability of Finite Slopes with Plane Failure Surface o Culmann’s Method Stability of Finite Slopes with Circular Failure Surface o Mass Method o Method of Slices TOPICS Introduction Types of slope movements Concepts of Slope Stability Analysis Factor of Safety Stability of Infinite Slopes Stability of Finite Slopes with Plane Failure Surface o Culmann’s Method Stability of Finite Slopes with Circular Failure Surface o Mass Method o Method of Slices SLOPE STABILITY What is a Slope? An exposed ground surface that stands at an angle with the horizontal. Why do we need slope stability? In geotechnical engineering, the topic stability of slopes deals with: 1.The engineering design of slopes of man-made slopes in advance (a) Earth dams and embankments, (b) Excavated slopes, (c) Deep-seated failure of foundations and retaining walls. 2. The study of the stability of existing or natural slopes of earthworks and natural slopes. o In any case the ground not being level results in gravity components of the weight tending to move the soil from the high point to a lower level. When the component of gravity is large enough, slope failure can occur, i.e. the soil mass slide downward. o The stability of any soil slope depends on the shear strength of the soil typically expressed by friction angle (f) and cohesion (c). TYPES OF SLOPE Slopes can be categorized into two groups: A.
    [Show full text]
  • Landslides and the Weathering of Granitic Rocks
    Geological Society of America Reviews in Engineering Geology, Volume III © 1977 7 Landslides and the weathering of granitic rocks PHILIP B. DURGIN Pacific Southwest Forest and Range Experiment Station, Forest Service, U.S. Department of Agriculture, Berkeley, California 94701 (stationed at Arcata, California 95521) ABSTRACT decomposition, so they commonly occur as mountainous ero- sional remnants. Nevertheless, granitoids undergo progressive Granitic batholiths around the Pacific Ocean basin provide physical, chemical, and biological weathering that weakens examples of landslide types that characterize progressive stages the rock and prepares it for mass movement. Rainstorms and of weathering. The stages include (1) fresh rock, (2) core- earthquakes then trigger slides at susceptible sites. stones, (3) decomposed granitoid, and (4) saprolite. Fresh The minerals of granitic rock weather according to this granitoid is subject to rockfalls, rockslides, and block glides. sequence: plagioclase feldspar, biotite, potassium feldspar, They are all controlled by factors related to jointing. Smooth muscovite, and quartz. Biotite is a particularly active agent in surfaces of sheeted fresh granite encourage debris avalanches the weathering process of granite. It expands to form hydro- or debris slides in the overlying material. The corestone phase biotite that helps disintegrate the rock into grus (Wahrhaftig, is characterized by unweathered granitic blocks or boulders 1965; Isherwood and Street, 1976). The feldspars break down within decomposed rock. Hazards at this stage are rockfall by hyrolysis and hydration into clays and colloids, which may avalanches and rolling rocks. Decomposed granitoid is rock migrate from the rock. Muscovite and quartz grains weather that has undergone granular disintegration. Its characteristic slowly and usually form the skeleton of saprolite.
    [Show full text]
  • The Interaction Between Shield, Ground and Tunnel Support in TBM Tunnelling Through Squeezing Ground
    CORE Metadata, citation and similar papers at core.ac.uk Provided by RERO DOC Digital Library Rock Mech Rock Eng (2011) 44:37–61 DOI 10.1007/s00603-010-0103-8 ORIGINAL PAPER The Interaction Between Shield, Ground and Tunnel Support in TBM Tunnelling Through Squeezing Ground M. Ramoni • G. Anagnostou Received: 15 January 2010 / Accepted: 14 May 2010 / Published online: 15 June 2010 Ó Springer-Verlag 2010 Abstract When planning a TBM drive in squeezing C Circumference ground, the tunnelling engineer faces a complex problem Cce Arc length of the deformable concrete elements involving a number of conflicting factors. In this respect, Csc Arc length of the shotcrete ring numerical analyses represent a helpful decision aid as they Css Circumference of the steel set provide a quantitative assessment of the effects of key D Boring diameter parameters. The present paper investigates the interaction d1 Thickness of the shotcrete layer between the shield, ground and tunnel support by means of d2 Height of the deformable elements (yielding computational analysis. Emphasis is placed on the bound- support) ary condition, which is applied to model the interface e Extrusion rate of the core between the ground and the shield or tunnel support. The E Young’s modulus of the ground paper also discusses two cases, which illustrate different Esc Young’s modulus of the shotcrete methodical approaches applied to the assessment of a TBM Ess Young’s modulus of the steel drive in squeezing ground. The first case history—the F Thrust force Uluabat Tunnel (Turkey)—mainly involves the investiga- Fb Boring thrust force tion of TBM design measures aimed at reducing the risk fc Uniaxial compressive strength of the ground of shield jamming.
    [Show full text]
  • 11. the Stability of Slopes
    11-1 11. THE STABILITY OF SLOPES 11.1 INTRODUCTION The quantitative determination of the stability of slopes is necessary in a number of engineering activities, such as: (a) the design of earth dams and embankments, (b) the analysis of stability of natural slopes, (c) analysis of the stability of excavated slopes, (d) analysis of deepseated failure of foundations and retaining walls. Quite a number of techniques are available for these analyses and in this chapter the more widely used techniques are discussed. Extensive reviews of stability analyses have been provided by Chowdhury (1978) and by Schuster and Krizek (1978). In order to provide some basic understanding of the nature of the calculations involved in slope stability analyses the case of stability of an infinitely long slope is initially introduced. 11.2 FACTORS OF SAFETY The factor of safety is commonly thought of as the ratio of the maximum load or stress that a soil can sustain to the actual load or stress that is applied. Referring to Fig. 11.1 the factor of safety F, with respect to strength, may be expressed as follows: τ F = ff (11.1) τ where τ ff is the maximum shear stress that the soil can sustain at the value of normal stress of σn, τ is the actual shear stress applied to the soil. Equation 11.1 may be expressed in a slightly different form as follows: c σ tan φ = n τ F + F (11.2) Two other factors of safety which are occasionally used are the factor of safety with respect to cohesion, F c, and the factor of safety with respect to friction, F φ.
    [Show full text]
  • Bases and Foundations on Frozen Soil National Academy of Sciences
    HIGHWAY RESEARCH BOARD Special Report 58 Bases and Foundations on Frozen Soil by N.A. TSYTOVICH A Translation from the Russian RESEARCH National Academy of Sciences- 8 National Research Council publication 804 HIGHWAY RESEARCH BOARD Officers and Members of the Executive Committee 1960 OFFICERS PYKE JOHNSON, Chairman W. A. BUGGE, First Vice Chairman R. R. BARTELSMEYER, Second Vice Chairman FRED BURGGRAF, Director ELMER M. WARD, Assistant Director Executive Committee BERTRAM D. TALLAMY, Federal Highway Administrator, Bureau of Public Roads (ex officio) A. E. JOHNSON, Executive Secretary, American Association of State Highway Officials (ex officio) LOUIS JORDAN, Executive Secretary, Division of Engineering and Industrial Research, National Research Council (ex officio) C. H. SCHOLER, Applied Mechanics Department, Kansas State College (ex officio, Past Cliairman 1958) HARMER E. DAVIS, Director, Institute of Transportation and Traffic Engineering, Uni• versity of California (ex officio, Past Chairman 1959) R. R. BARTELSMEYER, Chief Highway Engineer, Illinois Division of Highways J. E. BUCHANAN, President, The Asphalt Institute W. A. BUGGE, Director of Highways, Washington State Highway Commission MASON A. BUTCHER, County Manager, Montgomery County, Md. A. B. CORNTHWAITE, Testing Engineer, Virginia Department of Highways C. D. CuRTiss, Special Assistant to the Executive Vice President, American Road Builders' Association DUKE W. DUNBAR, Attorney General of Colorado H. S. FAIRBANK, Consultant, Baltimore, Md. PYKE JOHNSON, Consultant, Automotive Safety Foundation G. DONALD KENNEDY, President, Portland Cement Association BURTON W. MARSH, Director, Traffic Engineering and Safety Department, American Automobile Association GLENN C. RICHARDS, Commissioner, Detroit Department of Public Works WILBUR S. SMITH, Wilbur Smith and Associates, New Haven, Conn. REX M. WHITTON, Chief Engineer, Missouri State Highway Department K.
    [Show full text]
  • The Spatial–Temporal Total Friction Coefficient of the Fault Viewed From
    Nat. Hazards Earth Syst. Sci., 20, 1485–1496, 2020 https://doi.org/10.5194/nhess-20-1485-2020 © Author(s) 2020. This work is distributed under the Creative Commons Attribution 4.0 License. The spatial–temporal total friction coefficient of the fault viewed from the perspective of seismo-electromagnetic theory Patricio Venegas-Aravena1,2, Enrique G. Cordaro2,3, and David Laroze4 1Department of Structural and Geotechnical Engineering, School of Engineering, Pontificia Universidad Católica de Chile, Vicuña Mackenna 4860, Macul, Santiago, Chile 2Cosmic Radiation Observatories, University of Chile, Casilla 487-3, Santiago, Chile 3Facultad de Ingeniería, Universidad Autónoma de Chile, Pedro de Valdivia 425, Santiago, Chile 4Instituto de Alta Investigación, CEDENNA, Universidad de Tarapacá, Casilla 7D, Arica, Chile Correspondence: Patricio Venegas-Aravena ([email protected]) Received: 6 September 2019 – Discussion started: 28 November 2019 Revised: 8 April 2020 – Accepted: 26 April 2020 – Published: 27 May 2020 Abstract. Recently, it has been shown theoretically how the 1 Introduction lithospheric stress changes could be linked with magnetic anomalies, frequencies, spatial distribution and the magnetic- The electromagnetic phenomena that could be linked moment magnitude relation using the electrification of mi- with earthquake occurrences are usually considered within crofractures in the semibrittle–plastic rock regime (Venegas- the lithosphere–atmosphere–ionosphere-coupling effect (or Aravena et al., 2019). However, this seismo-electromagnetic LAIC effect; e.g., De Santis et al., 2019a). Some of these theory has not been connected with the fault’s properties in electromagnetic phenomena have been recorded both prior order to be linked with the onset of the seismic rupture pro- to and after earthquakes using different methodologies, data, cess itself.
    [Show full text]
  • University of Dundee Newmark Sliding Block
    University of Dundee Newmark sliding block model for pile-reinforced slopes under earthquake loading Al-Defae, A. H.; Knappett, J. A. Published in: Soil Dynamics and Earthquake Engineering DOI: 10.1016/j.soildyn.2015.04.013 Publication date: 2015 Licence: CC BY-NC-ND Document Version Peer reviewed version Link to publication in Discovery Research Portal Citation for published version (APA): Al-Defae, A. H., & Knappett, J. A. (2015). Newmark sliding block model for pile-reinforced slopes under earthquake loading. Soil Dynamics and Earthquake Engineering, 75, 265-278. https://doi.org/10.1016/j.soildyn.2015.04.013 General rights Copyright and moral rights for the publications made accessible in Discovery Research Portal are retained by the authors and/or other copyright owners and it is a condition of accessing publications that users recognise and abide by the legal requirements associated with these rights. • Users may download and print one copy of any publication from Discovery Research Portal for the purpose of private study or research. • You may not further distribute the material or use it for any profit-making activity or commercial gain. • You may freely distribute the URL identifying the publication in the public portal. Take down policy If you believe that this document breaches copyright please contact us providing details, and we will remove access to the work immediately and investigate your claim. Download date: 23. Sep. 2021 Elsevier Editorial System(tm) for Soil Dynamics and Earthquake Engineering Manuscript Draft Manuscript Number: SOILDYN-D-14-00245R2 Title: Newmark sliding block model for pile-reinforced slopes under earthquake loading Article Type: Research Paper Keywords: Slope stability; Earthquakes; Centrifuge models; Piles; Sands; Embankments.
    [Show full text]